Dynamic Wind Analysis of High-Rise Building

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 10 Issue: 07 | July 2023 www.irjet.net p-ISSN: 2395-0072
© 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 511
Dynamic Wind Analysis of High-Rise Building
Kale Shivani Rajendra1, Dr. Y. M. Ghugal2
1PG Student, Government college of Engineering, Karad, Maharashtra, 415124, India
2 Professor, Government college of Engineering, karad, Maharashtra, 415124, India
---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract - Due to extensive urbanization, high-rise construction is a new trend in Indian metropolitan areas. High-rise
buildings have distinct design requirements than low- and mid-rise structures. Typically, the wind is the critical load that must be
taken into account in tall buildings for the structure's safety and serviceability. Due to along-wind andacross-wind, anytallbuilding
may shake and oscillate in both directions. Even though the structural damage is not imminent, these oscillations could nonetheless
be uncomfortable for the occupants. As a result, serviceability requires a precise measurement of building motion. Both thenational
building code and other Indian standard codes fall short in addressing the various problems associated with towering buildings. BIS
just published the Code IS 16700: 2017 “Criteria for Structural Safety of Tall Concrete Buildings”. This Work deals with the detailed
wind analysis of 180m tall building as per IS 16700: 2017.
Key Words: High-Rise, wind, along, across, oscillations etc.
1. INTRODUCTION
The wind-induced response of a tall building depends on a variety of factors. These include the building's geometrical and
dynamical characteristics as well as the approach flow's turbulence characteristics. There are a few analytical methods
available for calculating the wind-induced response of tall buildings in both along and across wind directions. Aerodynamic
forces, such as the drag force and lift force, act on structures under the influence of wind flow. There is a drag force acting
parallel to the mean wind and a lift force acting perpendicular to that force.
Fig.1. Structural plan Fig.2. Analysis model
2. METHODOLOGY
Methodology that will be adopted is as follows,
1. Carry out literature review to understand the tall building design philosophy.
2. Analytical Estimation of the Dynamic Wind Response as per IS 875: 2015 (part 3)

3. Study of Gust factor method which is performed on single towerwith54floors+terracehavinganapproximateheightof
180 m.
4. The Modelling will be done in ETABS.
 Model – Structure with Dynamic wind loading as per code.
5. Analyze the Result obtained.
2.1 PARAMETER CONSIDERED FOR ANALYSIS
The load along wind or drag load is calculated using the gustfactorapproach.TheCode IS875:2015provides the"gustfactor
method," but these methods for computing load along wind, across wind, or for other components are not yet fully developed.
for all building kinds. However, a designer is permitted to calculate all wind speeds usingthegustfactor approach. Elementsof
load on a structure utilizing any theory that is accessible. As a result, the following factors are taken into:
Table -1 Structural member information
floor Column size Beam size Shear wall
1 to 6 1000x1000mm 600x800mm 230mm
7 to 12 900x900mm 600x800mm 230mm
13 to 18 800x900mm 600x800mm 230mm
19 to 30 800x800mm 600x800mm 230mm
31 to 42 700x700mm 600x800mm 230mm
43 to 54 600x600mm 600x800mm 230mm
Table -2 Building details
Number of stories G + 53
Floor height 3.3 m
Base dimension of building 33.00 m X 23.00 m
Aspect ratio (height/width) 7.74
Grade of slabs & beams M60
Grade of column/shear wall M50
Grade of steel Fe 500
Depth of slab 150
Dead load 2.5kn/m^2
Impose load 3.5kn/m^2
Assumed City Mumbai
Basic wind Speed 44m/s
Terrain Category 4
Basic wind velocity for
Mumbai Vb
44 m/s
Probability factor
(Risk coefficient)k1
1.0
Terrain category factor
4 for 180m height k2
1.26
Topography factor k3 1.0
Importance factor k4 1.0
2.2 DESIGN WIND SPEED AND WIND PRESSURE
To get design wind velocity at every height (Vz) for the selected structure, the basic wind speed (Vz) for any location must
be obtained from Fig.1 IS: (875(Part 3)-1987) and adjusted to include the following effects:
Vz = Vb.k1.k2.k3
The following connection between wind pressure and wind velocity shall be used to determine the design wind pressure
at any height above mean level:
Pz=0.6 (Vz)^2
Table -3 Wind loads will be calculated in accordance
with IS 875: 2015 (Part 3 )

2.3 Wind load calculation as per IS 875 (part 3):2015
The variation of wind force on a structure must be known for the preliminary design, which includes the proportioning of the
structure. The meteorological departments' extensive data on wind speeds and the findings of research done to comprehend
wind features and their impact on structures, based on these data and experiments conducted in wind tunnels, form the
foundation of the wind loading codes. Depending on the kind of building or structure, the IS 875 (Part 3): 2015 suggests using
either the force coefficient approach or the gust factor method for the computation of wind loads. So, in order to calculate the
wind load, dynamic analysis must be done if the aspect ratio, or the height to minimum lateral dimension ratio, is more than 5
or the natural frequency. less than 1.0 is present in the first mode. The code advises taking into consideration an interference
factor (IF) as a multiplication factor for the wind loads corresponding to isolated buildings in order to account for the
interference effect of another interfering tall building of the same or different height, based on studies on tall rectangular
buildings. According to the code, the interference zones have been divided into four zones based on the distance to the
interfering structure's position.
Along wind load
Fz = Cf,z Az Pd G
where Cf,z is the drag force coefficient for the building corresponding to Az, Az is the effective frontal area considered for
the structure at height z in Pd , is the design hourly mean wind pressure at height z due to hourly mean wind and G is the
gust factor.
Across wind load
An empirical formula proposed by IS 875 (Part 3): 2015 is suggested for taking into account the dynamic impacts of across
wind load flexible constructions. For enclosed buildings, the crosswise wind design peak base bending moment Mc is
provided by:
Mc = 0.5gh ph bh^2(1.06-0.06k)√(∏*Cfs/β)
Where gh = √2loge (3600fa), a peak factor in cross wind direction for resonant response, Ph is hourly mean wind pressure at
Height h (Pa), k is a mode shape power exponent for representation of the fundamental mode shape and Cfs is across wind
Force spectrum coefficient generalized for a linear mode.
Then, the across wind load distribution on the building obtained from Mc using linear distribution of loads as:
Fzc = (3Mc/h^2)*z/h
Table -4 Along wind and across wind calculation using gust factor method.
Along wind and across wind
Long body orientation Short body orientation
Story
data
Abs.
height
Fx along
KN
Fy across
KN
MX
KNm
MY
KNm
Fy along
KN
Fx across
KN
MY
KNm
MX
KNm
54 178.2 1181.244 301.0255 210497.7 53642.74 629.9968 301.0255 112265.4 53642.74
53 174.9 1176.875 295.5025 205835.4 51683.39 627.6664 295.5025 109778.9 51683.39
52 171.6 1172.361 290.0828 201177.1 49778.22 625.259 290.0828 107294.4 49778.22
51 168.3 1167.706 284.7664 196525 47926.18 622.7767 284.7664 104813.3 47926.18
50 165 1144.388 279.5531 188824 46126.27 610.3402 279.5531 100706.1 46126.27
49 161.7 1139.559 274.4431 184266.8 44377.46 607.7651 274.4431 98275.61 44377.46
Tall buildings are considered flexible slender structures, and IS 875 (Part 3): 2015 defines a gust factor or gust effectiveness
factor technique for determining along wind load or drag load. The process calculates the Gust Factor using hourly mean
wind speed. The design peak along wind base bending moment was calculated by adding the moments brought on by design
peak along wind loads acting along the building's height at various heights as follows::
Ma = Σ Fz Z
The along wind load on a structure on a strip area at any height z (m) is given by:

48 158.4 1134.626 269.4364 179724.8 42678.72 605.1338 269.4364 95853.2 42678.72
47 155.1 1129.602 264.5328 175201.3 41029.04 602.4546 264.5328 93440.71 41029.04
46 151.8 1124.504 259.7325 170699.8 39427.4 599.7357 259.7325 91039.88 39427.4
45 148.5 1101.367 255.0355 163552.9 37872.77 587.3955 255.0355 87228.24 37872.77
44 145.2 1096.25 250.4416 159175.5 36364.12 584.6668 250.4416 84893.62 36364.12
43 141.9 1091.105 245.951 154827.9 34900.45 581.9229 245.951 82574.86 34900.45
42 138.6 1085.945 241.5636 150512 33480.72 579.1709 241.5636 80273.09 33480.72
41 135.3 1063.28 237.2795 143861.8 32103.92 567.0829 237.2795 76726.31 32103.92
40 132 1058.209 233.0986 139683.6 30769.01 564.3783 233.0986 74497.93 30769.01
39 128.7 1053.156 229.0209 135541.2 29474.99 561.6832 229.0209 72288.63 29474.99
38 125.4 1048.13 225.0465 131435.5 28220.83 559.0024 225.0465 70098.91 28220.83
37 122.1 1026.107 221.1753 125287.7 27005.5 547.2573 221.1753 66820.11 27005.5
36 118.8 1021.238 217.4073 121323.1 25827.99 544.6605 217.4073 64705.67 25827.99
35 115.5 1016.417 213.7425 117396.2 24687.26 542.089 213.7425 62611.28 24687.26
34 112.2 994.9962 210.181 111638.6 23582.31 530.6647 210.181 59540.57 23582.31
33 108.9 990.3636 206.7227 107850.6 22512.11 528.1939 206.7227 57520.32 22512.11
32 105.6 985.7927 203.3677 104099.7 21475.63 525.7561 203.3677 55519.84 21475.63
31 102.3 981.2875 200.1159 100385.7 20471.85 523.3533 200.1159 53539.05 20471.85
30 99 960.6387 196.9673 95103.24 19499.76 512.3407 196.9673 50721.73 19499.76
29 95.7 956.3483 193.9219 91522.53 18558.33 510.0524 193.9219 48812.01 18558.33
28 92.4 936.1974 190.9798 86504.64 17646.53 499.3053 190.9798 46135.81 17646.53
27 89.1 916.3963 188.1409 81650.91 16763.36 488.7447 188.1409 43547.15 16763.36
Long body orientation Short body orientation
Story
data
Abs.
height
Fx along
KN
Fy across
KN
MX
KNm
MY
KNm
Fy along
KN
Fx across
KN
MY
KNm
MX
KNm
26 85.8 912.4731 185.4053 78290.19 15907.77 486.6523 185.4053 41754.77 15907.77
25 82.5 893.1637 182.7728 73686.01 15078.76 476.354 182.7728 39299.2 15078.76
24 79.2 874.1963 180.2436 69236.35 14275.3 466.238 180.2436 36926.05 14275.3
23 75.9 870.6428 177.8177 66081.79 13496.36 464.3428 177.8177 35243.62 13496.36
22 72.6 852.1564 175.495 61866.55 12740.93 454.4834 175.495 32995.49 12740.93
21 69.3 834.0022 173.2755 57796.35 12007.99 444.8012 173.2755 30824.72 12007.99
20 66 830.8157 171.1592 54833.83 11296.51 443.1017 171.1592 29244.71 11296.51
19 62.7 827.7136 169.1462 51897.64 10605.46 441.4473 169.1462 27678.74 10605.46
18 59.4 795.763 167.2364 47268.32 9933.84 424.407 167.2364 25209.77 9933.84
17 56.1 792.9369 165.4298 44483.76 9280.612 422.8997 165.4298 23724.67 9280.612
16 52.8 776.0226 163.7265 40973.99 8644.758 413.8787 163.7265 21852.8 8644.758
15 49.5 759.4179 162.1264 37591.18 8025.255 405.0229 162.1264 20048.63 8025.255
14 46.2 729.4202 160.6295 33699.21 7421.083 389.0241 160.6295 17972.91 7421.083
13 42.9 700.1898 159.2359 30038.14 6831.219 373.4346 159.2359 16020.34 6831.219
12 39.6 671.7138 157.9455 26599.87 6254.64 358.2473 157.9455 14186.59 6254.64
11 36.3 643.979 156.7583 23376.44 5690.326 343.4555 156.7583 12467.43 5690.326
10 33 604.5716 155.6744 19950.86 5137.254 322.4382 155.6744 10640.46 5137.254
9 29.7 578.5663 154.6936 17183.42 4594.401 308.5687 154.6936 9164.49 4594.401

8 26.4 507.1775 153.8162 13389.49 4060.747 270.4947 153.8162 7141.059 4060.747
7 23.1 451.2604 153.0419 10424.11 3535.269 240.6722 153.0419 5559.528 3535.269
6 19.8 388.8739 152.3709 7699.703 3016.944 207.3994 152.3709 4106.508 3016.944
5 16.5 397.8794 151.8031 6565.01 2504.752 212.2024 151.8031 3501.339 2504.752
4 13.2 397.0276 151.3386 5240.765 1997.669 211.7481 151.3386 2795.074 1997.669
3 9.9 396.226 150.9773 3922.638 1494.675 211.3205 150.9773 2092.073 1494.675
2 6.6 395.4749 150.7192 2610.134 994.7467 210.9199 150.7192 1392.072 994.7467
Base 1 3.3 394.7745 150.5644 1302.756 496.8624 210.5464 150.5644 694.8031 496.8624
3. RESULT
Results obtained from the analysis of the Etabs models using above value are as follows:
Base Shear Results:
Base shear in X – direction by dynamic wind analysis model is found out to be 45500 kN.
Base shear in Y – direction by dynamic wind analysis model is found out to be 24661 kN.
Deflection Results:
Deflection in X – direction by dynamic wind analysis model is found out to be 322.29mm.
Deflection in Y – direction by dynamic wind analysis model is found out to be 255.03 mm.
Drift Results:
Drift in X – direction by dynamic wind analysis model is found out to be 0.00228.
Drift in Y – direction by dynamic wind analysis model is found out to be 0.001787.
4. CONCLUSIONS
1. The gust effectiveness factor approach provides critical wind pressures to be taken into consideration in the design of
multistory frames because the gust pressures computed by this method rise with the height of the building and are more
important than static pressures.
2. The energy content of the wind's changing component also rises as building frame height does.
5. SCOPE FOR FUTURE WORK
1. Tall buildings with varied aspect ratios and various aerodynamic modifications exhibit various wind-induced responses
along and across them.
2. Along and across wind-induced reactions of tall buildings with various structural systems and aspect ratios.
6. REFERENCES
[1] Calin Dragoiescu, Jason Garber and K. Suresh Kumar ,"A Comparison of Force BalanceandPressureIntegration Techniques
for Predicting Wind-Induced Responses of Tall Buildings", RWDI N1K 1B8, (2006)
[2] P. Mendis, T. Ngo, N. Haritos, A. Hira , "Wind Loading on Tall Buildings" ,EJSE Special Issue: Loading on Structures (2007)
[3] B. Dean Kumar and B.L.P. Swami ,"Wind effects on tall building frames-influence of dynamic parameters", Indian Journal of
Science and Technology, Vol. 3 No. 5 (2010)
[4] Halder, L. and Dutra ,"Wind effects on multi-storied buildings: a critical review of Indian codal provisions with special
reference to American standard", Asian Journal of Civil Engineering (Building And Housing), 11(3), (2010), 345-370
[5] I.srikanth and B.vamsi. Krishna ,"study on the effect of gust loads on tall buildings",(2014)

[6] Gangisetty. Venkata. Krishna and Ratnesh. Kumar, Issues In “Design Of Tall Concrete Buildings In IndiaWithReferenceTo
IS 16700: 2017 Code”, (2018)
[7] Pooja Niphade, Prof.Amruta.G.Whatte.“Gust Analysis of Tall Building by IS 875(Part3)-1987 and by ETabs software
“,IJESTER Vol 5. No. 3 (2018)
[8] Davenport (1967). “Gust loading factors.” J. Struct. Div., ASCE, 93(3), 11-34
[9] Review of Indian Wind Code – IS – 875 (part 3) 1987 Document No. IITK – GSDMA –Wind 01 – V 2.0, IITK – GSDMA
Project on Building Codes, Department of Civil Engineering, IIT Kanpur, India (2004)
[10] Vellozzi and Cohen “Gust response factors” J. Struct. Div., ASCE, 94(6), 1295-1313.

Dynamic Wind Analysis of High-Rise Building

Recommended

Recommended

More Related Content

Similar to Dynamic Wind Analysis of High-Rise Building

Similar to Dynamic Wind Analysis of High-Rise Building (20)

More from IRJET Journal

More from IRJET Journal (20)

Recently uploaded

Recently uploaded (20)

Dynamic Wind Analysis of High-Rise Building